2001-7225 G/INoText
NoText
_. ENGINEERING SERVICES DEPARTMENT
fR V:v, 1 CZ �I o f
J J Capital Improvement Projects
Encinitas D strict Support Services
Field Operations
Sand Replenishment /S ormwater Compliance
Subdivision Engineering
June 8, 2004 (2" Revision) Traffic Engineering
Ross Boucher
2361 Cambridge Ave.
Encinitas, CA 92024
Re: Case 99 -316 DR /CDP
2351 and 2353 Cambridge Avenue \�s)
Grading Application 7225GR [Grading /Erosion Control] f
Improvement Application 72251R [Public Road /Drainage] [ r �
A.P.N. 261-094-39 (�
Permit issuance requirements
This correspondence shall serve to briefly summarize the Engineering Permit process for Drawings 7225 -G
and 7225 -I. The Drawings will remain valid for three years. In order to obtain the necessary Engineering
Permits to construct per these Drawings, you will need to satisfy the following requirements: ��
(1) Obtain all plan approvals. Then provide 4 blueline copies of each approved Drawing and �\`
two copies of the "Preliminary Soils Investigation, Proposed Duplex Development 2300
Block of Cambridge Avenue, prepared by North County Compaction ngineering te ��
March 28, 2000. / /�� / /7 �
l�
(2) Post Security Deposits as follows: y
(a) GRADING PERMIT in the amount 66 417.00 to guarantee performance of
earthwork, site retaining walls, private drain ge ' provements, and erosi n control.
(b) PUBLIC IMPROVEMENT PERMITS in th amount of $35 to guarantee
performance of public road and drainage improvements. �_GO
Up to 80% of the amount in 2(a) and 100% of the amounts in 2(b) may be in the form of a
Performance Bond, and, in the case of deferred monuments, a Labor and Materials Bond,
issued by a State of California licensed surety company. Twenty percent of the amount in
2(a) has to be in the form of cash, certificates of deposit, a letter of credit, or an Ll
assignment of account. Any financial instrument's format is subject to approval. q
(3) Pay non - refundable Inspection Fees and an Inspection Deposit, as follows:
(a)GRADING PERMIT... of $3321.00,
(b)IMPROVEMENT PERMIT... of $1,794.00 and, I I
(4) Pay a Flood Control Fee of 283.00. The rate is $0.21/SF, and is assessed on the
impervious surface area of the site including the paved private street.
(5) Provide the name, address, telephone number, and state license number of the
construction contractor. ff�n
O
99 -316 7225 G &I Cambridge Ellis.doc
TEL 760 - 633 -2600 / FAX 760 -633 -2627 505 S. Vulcan Avenue, Encinitas, California 92024 -3633 TDD 760- 633 -27 00 recycled paper
Construction and repair of public improvements and installation of the sewer lines are
restricted to qualified contractors. Depending on the work to be done, the contractor will
need to possess as follows either a valid:
(a) Type "A" General Engineering, any work,
(b) Type "C -8" Concrete, apron, curb, gutter, and sidewalk,
(c) Type "C -12" Grading & Paving, any surface improvement,
(d) Type "C -32" Parking & Highway Improvement, signage and striping, o
(e) Type "C -34" Pipeline, any sanitary sewer and storm drainage,
state license, and meet the minimum insurance requirements as stated on the
accompanying handout.
(6) Provide a work schedule.
(7) Sign the Permits and Right -of -way Standard Conditions. Any authorized epresentative of
the property owner may sign. Permits are valid for no more than one year and may expire
earlier due to expirations on letters of credit and /or insurance policies.
(8) Any work in the public right of way requires one million - dollar liability insurance with the
City of Encinitas named as additional insured on file with the City of Encinitas and a
completed Engineering Development Application.
Once the Engineering Permits are issued, advance notice of 48 hours must be given prior to you or your
contractor scheduling the mandatory pre - construction conference. See Grading Note #9 and Improvement
Note #15. Informal phasing of the project may necessitate more than one such conference.
Trench repair for public water improvements and installation of the sewer mains and laterals shall be
improved under a permit from approved engineered drawings and according to City of Encinitas standard
drawings. The pipe and pipe zone are the jurisdiction of the San Dieguito Water District, by separate
arrangement, and Encinitas Sanitary Division, per a Sewer Construction Permit. Please make the
appropriate contact.
A separate Right -of -way Construction Permit will be required for any work in the public right -of -way.
Typically, this work may include excavation, backfill, and resurfacing to install electric, gas, telephone, and
cable television services. A Permit Fee of $150.00 per application and a site plan, preferably that drawn by
the public utility will be required. The contractor license and insurance requirements will remain
unchanged. Permits must be issued at least 48 hours in advance of the start of work.
Haul Routes, the Traffic Engineering Division handles Traffic Control Plans, and Transportation Permits.
An acceptable Traffic Control Plan may be required prior to the start of any work within the public right -of-
way. A typical plan shows all delineation, tapering, advance signage, temporary striping, barricades,
flagman positions, and provides a schedule of operations. Contact Raymond Guarnes, Engineering
Technician, at (760) 633 -2704.
Construction changes, prepared by the Engineer of Work, should be submitted to the Engineering Services
Department as redlined mark -ups on 2 blueline prints of the approved Drawing. Charges are subject to
approval prior to field implementation. Substantial increases in valuation due to the proposed changes may
be cause for assessment and collection of additional inspection fees and security deposit.
Prior to issuance of any Building Permit, a rough grading approval will be needed from the assigned
Engineering Inspector. At a minimum, rough grading is defined as certified pad preparation, soil
compaction, substantial completion of improvements, and safe access.
99 -316 7225 G &I Cambridge Ellis.doc
As- builts of Drawing 7225 -G and Drawing 7225 -I, prepared by the Engineer of Work and approved by the
Engineering Services Department, will be required prior to Final Inspection of the Grading Permit and
Acceptance Inspection of the Improvement Permit.
Satisfactory completion of Final Inspections is a prerequisite to full release of the Securi Deposits.
Building Permit final inspections are a separate from engineering final inspections.
After final acceptance by the Engineering Inspection Division of the public improvements, 75% of the
public improvement securities may be released. A retention of 25% of the security will be held for a one-
year warranty period and will be released only after satisfactory completion of the final wmTanty inspection.
It is applicant responsibility to schedule the warranty inspection after the expiration of the warranty period.
During the Building Permit process, you will need services and be subject to regulation fiom as follows: the
Planning Division, Building Inspection Division, Fire Prevention, San Dieguito Water District, all of the
City, and the Encinitas Union School Districts, separate public agencies. Please inquire at their respective
counters.
Additional engineering requirements will be forthcoming during the Building Permit pro ess, including, but
not necessarily limited to, coordination of the building site plan with the grading plan resolution of any
outstanding public improvement issues, and assessment and collection of flood control, sanitary sewer, and
traffic mitigation fees.
Should you have any questions, please contact me at (760) 633 -2783, or you may wish to visit the
Engineering Counter at the Civic Center.
Sincerely,
Duane Thompson
Associate Civil Engineer
Subdivision Engineering
cc Pasco Engineering, Inc., Engineer of Work
Greg Shields, Senior Civil Engineer
Masih Maher, Senior Civil Engineer
Debbie Geishart, Engineering Tech.
Permit/file
Enc. Right -of -way Construction Permit Standard Conditions
Requirements for Proof of Insurance
Security Obligation Agreements (various)
Trench resurfacing std. drawing
Engineering Development Application
99 -316 7225 G &I Cambridge Ellis.doc
ENGINEERING SERVICES DEPARTMENT
City Of Capital Improvement Projects
? District S pport Services
EWinitas F ield Operations
Sand Replenishment/Stormwa ter Compliance
Subdivision Engineering
_ Tra fic Engineering
June 16, 2004
Attn: Insco Insurance Services, Inc.
17780 Fitch
Suite 200
Irvine, California 92614
RE: John and Gaylee Ellis
2361 -65 Cambridge Avenue
TM 99 -316
Improvement Plan 7225 -I
Final release of security (replaced by new owner)
Permit 7225 - 1 authorized earthwork, storm drainage, and erosion control, Eill needed to
build the described project.
Performance Bond 8282955, in the amount of $35,874.00, is hereby fully exonerated.
The document original is enclosed.
Should you have any questions or concerns, please contact Debra Geisha at (760) 633-
2779 or in writing, attention this Dgpartment.
Since ly,
Masih Maher J f Le bach
Senior Civil Engineer inance Manager
Financial Services
Cc: Jay Lembach, FinanceManager
John and Gaylee Ellis
Debra Geishart
File
Enc.
TEL 760- 633 -2600 / FAX 760- 633 -2627 505 S. Vulcan Avenue, Encinitas, California 92024 -3633 TDD 760 -633- 700 (J,,� recycled paper
ENGINEERIN G SERVICES
DEPARTMENT
- --
_ CZtyOf Capital Impro ement Projects
-District Support Services
Encinitas F eld Operations
Sand Rep lenishment/Stormwat er Compliance
Subdivision Engineering
. Traffic Engineering
,Tune 16, 2004
Attn: Insco Insurance Services, Inc.
17780 Fitch
Suite 200
Irvine, California 92614
RE: John and Gaylee Ellis
2361 -65 Cambridge Avenue
TM 99 -316
Grading Plan 7225 -G
Final release of security (replaced by new owner)
Permit 7225 -G authorized earthwork, storm drainage, and erosion control, all needed to
build the described project. The property is being sold and new owners replaced bonds
with cash deposit. Therefore, release of the bond is merited.
Performance Bond 8282945, in the amount of $53,134.00, is hereby fu ly exonerated.
The document original is enclosed.
Should you have any questions or concerns, please contact Debra Geish at (760) 633-
2779 or in writing, attention this Department.
Sinc ly,
Masih Mahe y L bach
Senior Civil Enginee Finance Manager
Financial Services
Cc: Jay Lembach, FinanceManager
John and Gaylee Ellis
Debra Geishart
File
Enc.
TEL 760 -633 -2600 / FAX 760- 633 -2627 505 S. Vulcan Avenue, Encinitas, California 92024 -3633 TDD 760 -633- 700 � recycled paper
CITY OF ENCINITAS
APPLICANT SECU RITY DEPOSIT RE EASE
Depositor Name: Vend r No.
Address: Phone No.
State Zip
DEPOSIT DESCRIPTION:
1. MEMO PROJECT NUMBER S /
2. RELEASED AMOUNT:
3. D SIT BALANCE: $ ,
Notes:
AUTHORIZATION TO RELEASE: Project Coo ina Date / op
Supervisor Date 2 b V
Department Head Date
DEPOSIT BALANCE CONFIRMED: Finance Dept Date
GENERAL PROJ. # BRIEF DESCRIPTION AMOUNT
LEDGER # (25 Characters limit)
101- 0000 - 218.00 -00 ------ Security Deposit -
TOTAL
I HEREBY CERTIFY THAT THIS CLAIM REPRESENTS A APPR VED FOR PAYMENT
JUST CHARGE AGAINST THE CITY OF ENCINITAS
PROCESSED BY
DEPARTMENTAL APPROVAL FINANCE
DATE OF REQUEST
DATE CHECK REQUIRED Next Warrant DATE
CITY OF ENCINITAS
ikPPLICANT SECURITY DEPOSIT RELEASE
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Vendor No.
DepositorNarne i
Address:
Addr Phone No. C l � � �� ill
State Zip
DEPOSIT DESCRIPTION:
1. MEMO PROJECT NUMBER
2. RELEASED AMOUNT: $
3. DEPOSIT BALANCE:
lo
Notes: U/ � �✓ G
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AUTHORIZATION TO RELEASE: Project Coordinato Date
Supervisor Date jf 0
Department Head Date
DEPOSIT BALANCE CONFIRMED: Finance Dept Date
GENERAL PROJ. It BRIEF DESCRIPTION AMOUNT
LEDGER # (25 Characters limit)
101- 0000 - 218.00 -00 - - - - - - Security Deposit -
TOTAL $
I HEREBY CERTIFY THAT THIS CLAIM REPRESENTS A APPROVED FOR PAYMENT
JUST CHARGE AGAINST THE CITY OF ENCINITAS
PROCESSED BY
DEPARTMENTAL APPROVAL FINANCE
DATE OF REQUEST
DATE CHECK REQUIRED Next Warrant DATE
CITY OF ENCINITAS
APPLICANT SECU RITY DEPOSIT RE EASE
DepositorNarne: C, Vend rNo.
Address: 0 Phone No.
State Zip
DEPOSIT DESCRIPTION:
1. MEMO PROJECT NUMBER
2. RELEASED AMOUNT:
Z3.DOSIT BALANCE: $
Notes:
4�11 IC. e
(_a_
AUTHORIZATION TO RELEASE: Project Coor inat r Date �J�O
Supervisor Date 3
Department Head Date
DEPOSIT BALANCE CONFIRMED: Finance Dept Date
GENERAL PROJ. # BRIEF DESCRIPTION AMOUNT
LEDGER # (25 Characters limit)
101- 0000 - 218.00 -00 - - - - - - Security Deposit - _ _ _ _ _ _
TOTALS
I HEREBY CERTIFY THAT THIS CLAIM REPRESENTS A APPR WED FOR PAYMENT
JUST CHARGE AGAINST THE CITY OF ENCINITAS
PROCESSED BY
DEPARTMENTAL APPROVAL FINANCE
DATE OF REQUEST
DATE CHECK REQUIRED Next Warrant DATE
CITY OF ENCINITAS
APPLICANT SECURITY DEPOSIT RELEASE
DepositorName: 7 Vend Dr No.
Address: c-C��` J� �/n� ��
Phone No_
0
State Zip
DEPOSIT DESCRIPTION:
1. MEMO PROJECT NUMBER /J
Za-
2. RELEASED AMOUNT:
3. DEPqSIT BALANCE: $ • ��
Notes:
r
AUTHORIZATION TO RELEASE: Project Coordinat �Date
Supervisor A Date �-
Department Head Date
DEPOSIT BALANCE CONFIRMED: Finance Dept Date
GENERAL PROJ. # BRIEF DESCRIPTION AMOUNT
LEDGER # (25 Characters limit)
101-0000-218.00-00 ------ Security Deposit -
TOTALS
I HEREBY CERTIFY THAT THIS CLAIM REPRESENTS A APPROVED FOR PAYMENT
JUST CHARGE AGAINST THE CITY OF ENCINITAS
PROCESSED BY
DEPARTMENTAL APPROVAL FINANCE
DATE OF REQUEST
DATE CHECK REQUIRED Next Warrant DATE
ncDD� cF i�,- R /IQ /OR
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NORTH COUNTY
COMPACTION
ENGINEERING, INC.
I
PRELIMINARY SOILS INVESTIGATION
FOR
PROPOSED DUPLEX DEVELOPMENT
2300 BLOCK OF CA14BRIDGE AVENUE
CARDIFF, CALIFORNIA
APN NO. 261-094-39-00
i
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PREPARED FOR
J. E. ZANE CONSTRUCTION CO.
P. O. BOX 2809
RANCHO SANTA FE, CA 92067
a
MARCH 28, 2000
PROJECT NO. CE -6064
3
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NORTH COUNTY
COMPACTION
ENGINEERING, INC.
j March 28, 2000
Project No. CE -6064
J. E. Zane Construction
P. O. Box 2809
Rancho Santa Fe, CA 92067
SUBJECT: Preliminary Soils Investigation
Proposed Duplex Development
_ 2300 Block of Cambridge Avenue
Cardiff, California
APN #261 - 094 -39 -00
Dear Mr. Zane:
In response to your request, we have performed a Preliminary Soils Investigation for the subject
project.
The purpose of our investigation was to evaluate the suitability of the site or the proposed
development and make recommendations with regard to site grading and foundation design.
Briefly, our investigation revealed favorable soil conditions and in our opinion, the site is
suitable for the proposed development, provided recommendations set forth in the attached
report are adhered to.
If you have any questions, please do not hesitate to contact us. This opportunity to be of service
is sincer-ly appreciated.
Respectfully submitted,
North County oQ ,OFESS/
! COMPACTION ENGINEERING, INC. e`` oP�� R . RFG���F�
"? 2 0 713 G)
1 z
_ /30/01 m
Ronald K. Adams Dale R. R C)
�p
President Registered \
Geotechnical e l A 3
RKA:paj
` -- cc: (3) submitted
(2) filed
P. O. BOX 302002 * ESCONDIDO, CA 92030 * (760)480 -1116 FAX (760)741 -6568
NORTH COUN
TY
COMPACTION
ENGINEERING, INC.
TABLE OF CONTENTS
Page
1.) Purpose anal Scope 1
1, 2.) Location and Description of Site 1
3.) Field Investigation 1
4.) Soil Conditions 2
5.) Laboratory Soil Testing 2
6.) Recommendations and Conclusions 2
A.) Grading 3
B.) Foundations 4
C.) Slopes 5
D.) Retaining Walls 5
E.) Estimated Paving Section 6
F.) Review of Grading Plan 7
7.) Seismic Design Considerations 7
8.) Uncertainty and Limitations 7
APPENDIX
Appendix A: Exploration Legend & Unified Soil Classification Chart
1 Plate No. One Test Pit Location Plan
Plate No. Two & Three Exploration Logs
j Plate No. Four Tabulation of Test Re alts
Appendix B: Recommended Grading Specifications
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
roject No. CE -6064
age l
i
1. PURPOSE AND SCOPE
l
The purpose of the investigation was to determine if the site is suitable for the proposed duplex
unit.
1
The scope of the investigation was to:
A. Determine the physical proYerties and engineering characte sties of the
i surface and subsurface soils.
B. Provide design information with regard to grading, site preparation, and
foundation design of the proposed structure(s).
j 2. LOCATION AND DESCRIPTION OF SITE
The site is located at within the 2300 block of Cambridge Avenue, in Card ff (City of Encinitas),
California.
I The 50 foot X 99 foot rectangular shaped lot is bordered by single family dwellings to the
northwest and southeast, an alley to the northeast and Cambridge Avenue W the southwest..
Site topography consists of a predominantly flat lot with the exception of a four foot high
elevation change that parallels a 16 foot wide strip along the outside shoulder of Cambridge
Avenue. The total difference in elevation at the property is approximately 4 feet and varies.
t
between 164 feet and 169 feet (MSL).
The upper elevation along Cambridge avenue is retained by a four foot hig masonry garden
wall with steps and a concrete driveway that remains from past developme it. A 6 foot high
vertical cut descends along the southeast property line and is presently retained by a distressed
stone wall. Site vegetation consist of moderate to heavy native grasses, gr undcover and shrubs.
A 40 foot high star pine tree is also present on the south quadrant of the property.
3. FIELD INVESTIGATION
The field investigation was performed on March 14, 2000 and included an inspection of the site
and the excavation of two exploratory trenches, with a backhoe to depths of 9 feet. Location of
test pits are shown on the attached Plate No. One, entitled "Test Pit Location Plan ".
As excavation proceeded, representative bulk samples were collected. In p ace natural densities
and moisture contents were determined at different depths in the excavations and are included
on Plate No.'s Two and Three. Subsequent to obtaining soil samples, our exploratory
1 excavations were backfilled.
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
Project No. CE -6064
1 Page 2
i
1 4. SOIL CONDITIONS
Loose surficial soils (silty- sands) consisting of old fill/plowed ground wem found to be 4 feet
- and 2 feet in depth in Test Pit No.'s One and Two, respectively. Underlying native soils to
depths explored were medium dense to dense silty- sandstones and slightl clayey- sandstones.
j On -site soils were found to have an expansion of less than 10 and are clan ified as being '
{ low" in expansion potential.
Groundwater was not encountered at the time of our investigation, nor did caving of exploratory
trenches occur. In addition, due to the dense nature of the underlying sandstone formation at the
site, it is our opinion, soil liquefaction is unlikely to occur in the event grading, is performed in
accordance with the recommendations set forth in this report.
5. LABORATORY SOIL TESTING
All laboratory test were performed on typical soils in accordance with acc pted test methods of
the American Society for Testing and Materials (ASTM).
Tests conducted include:
A). Optimum Moisture & Maximum Density (ASTM D -1557)
B). Direct Shear (Remold) (ASTM D -3080)
C). Sieve Analysis (ASTM D-421)
D). Field Density & Moisture (ASTM D -1556)
E). Expansion Potential (FHA Standard)
Test results are tabulated on the attached Plate No.'s Two through Four, entitled "Exploration
Log" and "Tabulation of Test Results ".
6. RECOMMENDATIONS AND CONCLUSIONS
- General
It is our understanding, the foundation for the proposed duplex unit will consist of a shallow
basement (4 feet below grade) with slab floorings that will support a two-story wood frame
construction above. In addition, two detached single story garages with slab on grade
foundations will be constructed on the northeast portion of the property. Elue to limited lot
space to accommodate the proposed development, the existing 6 foot verti al slope along the
southwest property line will need to be retained.
..
NORTH COUNTY
6T _ _ _ 2 7 COMPACTION
ENGINEERING, INC.
Project No. CE -6064
Page 3
i
' In our opinion, the site is suitable for the proposed duplex development. Recommendations
presented in this report should be incorporated into the planning, design, and construction phases
of the subject project.
1
F
6A. Grading
4 General
Grading at the site will be performed primarily to excavate for the proposed basements, remove
and recompact loose topsoils and slightly alter the existing topography to a commodate the
proposed duplex and surface improvements.
All grading should be performed in accordance with the City of Encinitas rading Ordinance
and the Recommendations /Specifications presented in this report.
Subsequent to site demolition, loose surficial soils (plowed ground/old fill), as indicated on the
attached Plate No's Two and Three, should be undercut or removed to fi native ground and
recompacted in accordance with the attached Appendix `B' entitled "Recornmended Grading
.�j Specifications ". Firm native ground may be determined as undisturbed soi I having an insitu
density of greater than ninety percent (90 %) of maximum dry density. We should be contacted to
document firm native ground is exposed and properly prepared prior to filling. It is
recommended all loose surficial soils be removed and recompacted throughout the site prior to
excavating the proposed basements.
Prior to constructing fill slopes, shear keys should be excavated a minimurn of 2 feet into firm
native ground, inclined back into slope, and have a minimum width of 15 f et. We should be
contacted to document keyways were properly constructed prior to placing fill.
All fill soils generated from earthwork construction should be placed in conformance with the
attached Appendix `B' entitled, "Recommended Grading Specifications ".
Should soils be imported, they should be non - expansive (less than 2% swel) and granular by
nature, having strength parameters equal to or greater than the prevailing oil-site soils. We
should be contacted to inspect an/or test imported soils prior to hauling the on -site to assure
they will be suitable for the proposed construction.
1
Particles of asphalt and concrete debris, having a diameter of greater than 6 inches, will not be
suitable fill material and should be separated from fines during grading and hauled off -site.
If encountered, leach lines and/or pipes should be removed. Concrete pipes may be crushed in
place. Trench lines should be recompacted in accordance with Appendix 'E'.
i
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
Project No. CE -6064
Page 4
The proposed duplex unit and detached garage may be traversed by a trans'tion from cut to fill.
j Therefore, to reduce structural damage occurring from foundations bearing on two different soil
types, the following measure should be employed:
It is recommended the cut side of the transitional areas be removed to a de th of 1 foot below
the bottom of the deepest proposed footing and brought back to grade with properly compacted
{ fill. This will alloy: the proposed structure to bear entirely on a compacted fill mat, thus reducing
the probability of differential settlement. The removal area should extend rider and a minimum
of 5 feet beyond the proposed building footprints. This may not apply for 1he proposed duplex
unit if the basement will protrude through compacted fill and bear entirely into native
formational soils. We should be contacted to evaluate the condition of basement subgrade soils
subsequent to excavating for the basement to determine if over - excavation of native soils will be
required with regard to differential settlement.
All retaining wall backfill soils should consist of non - expansive granular soils compacted to a
minimum of 90% of maximum dry density. Prior to backfilling walls, the should be
waterproofed and provided with subdrains behind and at the base of the wall. For basement
walls we recommend miracL -ain 6000 or its equivalent be installed per the manufactures
specifications. All backfill soils should be tested for a minimum of 90% soil compaction. On-
site soils will be suitable for backfill.
6B. Foundations
General
On -site soils are comprised of non - expansive silty -sands and slightly clayey-sands. Therefore,
conventional foundations may be utilized, provided the aforementioned Grading
Recommendations are adhered to.
For One -Story Construction:
i Continuous footing having a minimum width of 12 inches and founded a minimurn depth of 12
inches below lowest adjacent grade will have an allowable soil bearing pressure of 2000 pounds
per square foot.
For Two -Story Construction:
Continuous footings should have a minimum width of 15 inches and be f6t nded a minimum
depth of 18 inches below lowest adjacent grade.
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
Project No. CE -6064
Page 5
Isolated square footings having a diameter of 18 inches and founded a minimum depth of 18
inches below lowest adjacent grade will have an allowable soil bearing p ssw of 2000 pounds
per square foot.
All continuous footings are to be reinforced with one 95 bar top and bottom. Steel should be
positioned 3 inches above bottom of footing and 3 inches below top of footing.
t Slabs should be a minimum of 4 inches thick and reinforced with #3 bars on 18 inch centers
both ways at mid -point of slab thickness.
Slab underlayment should consist of 4 inches of washed concrete sand wi a visqueen moisture
barrier installed at mid -point of sand (2 inches sand, visqueen, 2 inches sand). Sand should be
tested in accordance with ASTM D -2419 to insure a minimum sand equivalent of 30.
i
Prior to pouring of concrete, North County COMPACTION ENGINEERING, INC. should be
contacted to inspect foundation recommendations for compliance to those set forth.
a During placement of concrete North County COMPACTION ENGINEERING, INC. and/or a
qualified concrete inspector should be present to document construction of foundations.
6C. Slopes
Cut and compacted fill slopes constructed to maximum heights of 10 feet with maximum slope
ratios of 2:1 (horizontal to vertical units) will be stable with relation to deep seated failure,
provided they are properly maintained. During grading, positive drainage away from top of
slopes should be provided. Subsequent to completion of grading, slopes should be planted as
soon as possible with light groundcover indigenous to the area.
6D. Retaining Walls
• For static conditions, the prevailing soils will have an allowable equivale t passive fluid
j pressure of 256 psf, increasing 256 psf per foot in depth. Allowable pressures assume walls are
j backfilled with a non - expansive sand a distance behind the wall equivale t to two - thirds the
retained height.
1
Allowable active pressures may be assumed to be equivalent to the pressure of a fluid weighing
42 pcf for unrestrained walls. These values assume a vertical, smooth wall, and a level, drained
backfill. Should these conditions not be met, we should be contacted for new values.
j NORTH COUNTY
COMPACTION
ENGINEERING, INC.
Project No. CE -6064
Page 6
R
Allowable active pressures for restrained walls may be assumed to be equ valent to the pressure
I of a fluid weighing 42 pcf, plus an additional uniform lateral pressure of SH. 1I= height of
retained soils above top of wall footing in vertical feet.
Allowable active pressures for retaining walls with 2:1 inclinations of sloping surcharge may be
assumed to be equivalent to a pressure of fluid weighing 60 pcf.
The coefficient of friction of concrete to soil may be assumed to be .31 for resistance to
horizontal movement.
i
6E. Estimated Paving Section
Structural section for asphaltic paving for the proposed driveways and par Jng area are based on
an estimated R -Value of 45. The following section is provided for bid purposes only. Actual
sections should be determined subsequent to completion of grading operations.
Assumed Traffic Index = 4.5
(Light Vehicular Traffic)
2 %2 inches of asphaltic paving on
4 inches of select base coarse on
6 inches of recompacted native subgrade.
All materials and construction for asphaltic paving and base should confoim to the Standard
Specifications of the State of California Business and Transportation Agericy, Department of
Transportation, Sections 39 and 26, respectively. Class 11 base material should have a minimum
R -Value of 78 and a sand equivalent of 30. All materials should be compacted to a minimum of
ninety -five percent (95 %).
Rigid Concrete Paving:
4 inches of concrete reinforced with 93 bars on 18 inch center, b th ways, on
1 4 inches of Class H base material on
1 6 inches of recompacted native subgrade soil.
NOTE: All concrete should have a minimum compressive strength of 3250 psi. All subgrade and
base materials should be compacted to a minimum of ninety -five percent 95 %).
'l
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
Project No. CE -6064
Page 7
i
6F. Review of Grading Plan
i
Approved site and grading plans were not available at the time of our invc stigation. Therefore,
upon their completion, we should review them to assure compliance with the recommendations
presented in this report.
7. SEISMIC DESIGN CONSIDERATIONS (Soil Parameters)
i A.) Soil Profile = SD (Table 16 -J of the 1997 Uniform Bu lding Code)
B.) Type `B' Fault (Rose Canyon)
C.) Distance = 3 km California Department of Conservation, Division
of Mines and Geology [maps] in conjunction with Tables 16-S and 16 -T
of the 1997 Uniform Building Code.)
8. UNCERTAINTY AND LIMITATIONS
Surface and subsurface soils are assumed to be uniform. Therefore, should soils encountered
during construction differ from those presented in this report, we should be contacted to provide
their engineering properties.
It is the responsibility of the owner and contractor to carry out recommendations set forth in this
report.
During our investigation of the subject site, evidence of faulting was note countered.
Subsequent to review of available geologic literature, we feel any faulting in the vicinity of the
site may be classified as inactive. However, it should be noted that San Diego County is located
j in a high seismic area with regard to earthquake. Earthquake proof projec s are economically
! unfeasible. Therefore, damage as a result of earthquake is probable and we assume no liability.
We assume the on -site safety of our personnel only. We cannot assume liability of personnel
other than our own. It is the responsibility of the owner and contractor to insure construction
operations are conducted in a safe manner and in conformance with regulations governed by
CAL -OSHA and/or local agencies.
i
's
I NORTH COUNTY
COMPACTION
ENGINEERING, INC.
Project No. CE -6064
Page 8
Should you have any questions, please do not hesitate to contact us. This pportunity to be of
service is sincerely appreciated.
Respectfully submitted,
North County
COMPACTION ENGINEERING, INC.
, Q? O E S S ON
R.
��, O Chi Fc
Cl) No. 71 z
C7 m
E 9/30 01 M
Ronald K. Adams Dale R. Regli s� ,
President Registered Civ r3gI
Geotechnical Engi 7
RKA:paj
cc: (3) submitted
(2) filed
j NORTH COUNTY
COMPACTION
ENGINEERING, IN
EXPLORATION LEGEND
UNIFIED SOIL CLASSIFICATION CHART
SOIL DESCRIPTION � �JUP SYMBOL TYPICAL NAMES
' I. COARSE GRAINED: More than
half of material is larger than
No. 200 sieve size.
Gf rAVELS CLEAN GRAVELS GW Well graded gravels, gravel -sand
More than half of coarse fraction mixture;, little or no fines.
is larger than No. 4 sieve size, but
smaller than 3 ". GP Poorly 1,Taded gravels, gravel sand
!
mixtures, little or no fines.
i GRAVELS WITH FINES GM Silty gravels, poorly graded gravel-
(Appreciable amount of fines) sand-sill mixtures.
GC Clayey gravel poorly graded
gravel-sand, clay mixtures.
SANDS CLEAN SANDS SW Well graded sand, gravely sands,
More than half of coarse fraction little or io fines.
is smaller than No. 4 sieve size. SP Poorly aded sands, gravely sands,
little or io fines.
SANDS WITH FINES SM Silty sar ds, poorly graded sand and
(appreciable amount of fines) silt mixtires.
SC Clayey lands, poorly graded sand
- and cla mixtures.
II. FWE GRAINED: More than half
of material is smaller than No.200
sieve size.
SILTS AND CLAYS ML Inorgan c silts and very fine sands,
rock flo r, sandy silt or clayey-
silt-sanc mixtures with slight
plastici .
Liquid Limit CL Inorgan,c clays of low to medium
less than 50 plastici , gravely clays, lean clays.
OL Organic silts and organic silty clays
�i of low plasticity.
SILTS AND CLAYS MH Inorg c silts, micaceous or
diatomar,eous find sandy or silty
f soils, elastic silts.
I Liquid Limit CH Inorgan c clays of high plasticity,
greater. th= 50 fat clays.
OH Organic clays of medium to high
plasticir
j HIGHLY ORGANIC SOILS PT Peat and other highly organic soils.
US - Undisturbed, driven ring sample or tube sample
CK - Undisturbed chunk sample
PG - Bulk sample
V - Water level at time of excavation or as indicated
APPENDIX `A'
NORTH COUNTY COMPACTION ENGINEERING, INC.
I
SOIL TESTING S INSPECTION SERVICES
TEST PIT LOCATION PLAN
PROPOSED DUPLEX UNIT
CAMBRIDGE AVENUE
' CARDIFF, CALIFORNIA
t o N CY n ,5.0' Nj 3596'n .so Approx. Scale
= - - .. 01 1 = 20'
i n
CItIV_n..,Y 7tivCM`!
Mi n
�ARK:N6 I I ►AIKiNb I
R CG v ARLA ARAG� 6'�4A5: A!!:'A
o� o�
r.. n
la -O. i Ic
Test Pit _
i L. b _p• .16. G.
b- •NIA•. r_
.. ...... . .
1
r
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r
ry ( �5�7CN:•C I I � t5_ -NGC : I n
Y
LOT I LCT
i
^i
I Test Pit I
No. 2
........... A
? ` ` ... �.....• I I ..t�0. b� -T- MIS.! G ._
r INb
OvC ►• ^o � I I /CALL
-TINS
MALL
f`
p'.p• NISN C.-V T!
Rr
TAININS
!� •ink
"ALL
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- so3.•.. :s.� w� -��: - n :sc I
I
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t
PROTECT NO CE -6064 PLATE NO. ONE
1 NORTH COUNTY
COMPACTION
ENGINEERING, INC.
EXPLORATION LOG
PROJECT NAME: CAMBRIDGE CARDIF DATE LOGGED: 03/14/00
a
ELEVATION: EXISTING GRADE (164 MSL)— TEST PIT NO. ONE
Depth Sample Dry Moisture Passing Sample Soil Descriptior & Ikernarks
(Fact) Type Density Content #200 Depth Classi-
(pct) M Sieve fication
SM ORANGE BROWN, MOIST, LOOSE,
SILTY -SAND
I- (FELT. / PLOWED GROUND)
(REMOVE AN RECOMPACT)
1 2- BG 20.1 2'
3-
4- CK 114.3 3.4 4 1 --------------------------------- -------------------------------
SM TAN BROWN, IS 101ST, MEDIUM
DENSE, SILTY - SANDSTONE
5-
(FIRM NATIVE-
6- (COSTAL TERRACE DEPOSIT)
s
7- (STATUMS OF SILTY-SANDSTONE
a AND SLIGHT11Y CLAYEY-
SANDSTONE)
8 - - --- - - - - -- ---- - - - - -- ------ - - - - -- ---- - - - - -- ---- - - - - -- ---- - - - - -- --------------------- ------------------------------
j BOTTOM OFT ST PIT
PROJECT NO. E -6064 PLATE NO. TW
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
EXPLORATION LOG
PROJECT NAME: CAMBRIDGE. CARDIFF DATE LOGGED: 3 /14/00
ELEVATION: EXISTINIG GRADE (] 64 MSL) TEST PIT 1 O. T"'O
Depth Sample Dry ?Moisture Passing Sample Soil Description & R marks
(Feet) Type Dcnzity Content H2O0 Depth Classi-
(pef) ( %) Sieve fication
SM GOLD-YELLOW BROWN, MOIST,
i LOOSE, SILTY-SAND
]- (FILL. / PLOWED GROUND)
(REMOVE AND COA
2 - ----- - - - - -- ---------------- - - - - -- ------------------------------
SM GOLD - YELLOW MOIST, DENSE,
SILTY- SANDST :'N'E
3-
«� (SLIGHTLY CLA YEY)
4- CK 122.1 13.6 25.3 4' (FIRM NATIVE ORMATION)
5- (BECOMES OLI - GREY -GOLD
6- (CONSOLIDATE:))
7
8- CK 121.0 14.3 8'
9- --- - - - - -- --- - - - - -- ----------------- — ----- ---- - - - - -- --- - - - - -- --------------- - - - - -- -----------------------------
BOTTOM OF TEST PIT
PROJECT NO. E -6064 PLATE NO. THREE
'a
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
j
TABULATION OF TEST RESULT
Q PTIMUM MOISTURE/MAXIMUM DEN, E
i
S OIL DESCRIPTION TYPE MAX. DRY DENSITY OPT. MOISTURE
LB FTC °/f, ° DRY �M
Orange Brown Silty-Sand PI @ 2' 127.9 09.3
Gold Yellow, Silty-
Sandstone (Slightly Clayey) P2 @ 4' 115.7 14.5
i EXPANSION POTENTIA
SAI PLF, No. PI @2' P2 @ 4'
CONDITION Remold 90% Remold 90%
INITIAL MOISTURE ( %) 9.1 14.4
AIR DRY MOISTURE ( %) 3.1 5.0
FINAL MOISTURE ( %) 13.6 21.0
DRY DENSITY (PCF) 115.1 104.1
LOAD (PSF) 150 150
SWELL ( %) .000 .8
EXt'ANSION INDEX 0 8
DIRECT SHEAR
SAMPLE No. P 1 P2 2 4'
! CONDITION Remold 909% Remold 90%
ANGLE INTERNAL FRICTION 33 25
COHESION INTERCEPT (PCF) 180 300
s
PROJECT NO. CE -6064
PLATE NO. FOUR
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
RECOMMENDED GRADING SPECIFICAT ONS
(General Provisions)
1. INTENT
i
t
The intent of these specifications is to provide procedures in accordance ith current standard
practices regarding clearing, compacting natural ground, preparing areas tD receive fill, and
placing and compacting of fill soil to the lines , grades, and slopes delineated on the project
plans. Recommendations set forth in the attached "Preliminary Soils Investigation" report or
special provisions are a part ofthe "Recommended Grading Specification. " and shall supersede
the provisions contained hereinafter in case of conflict.
2. INSPECTION & TESTING
A qualified Soils Engineer shall be employed to inspect and test the earthwork in accordance
with these specification and the accepted plans. It will be necessary that the Soils Engineer or his
representative be allowed to provide adequate inspection so that he may certify that the work
was or was not accomplished as specified or indicated. It shall be the responsibility of the
contractor to assist the Soils Engineer and to keep him appraised of work chedules, changes,
new information and dates, and new unforeseen soils conditions so that he may make these
F certifications.
If substandard conditions (questionable soils, adverse weather, poor moisture control, inadequate
compaction, etc.) Are encountered, the Soils Engineer will be empowered to either stop
construction until conditions are remedied or recommend rejection of the • ork.
Soil tests used to determine the degree of compaction will be performed in accordance with the
following American Society for Testing and Materials (ASTM) test methods:
x
*Maximum Density & Optimum Moisture Content (ASTM D-155
* Density of Soil In -Place (ASTM D -1556 or ASTM D -2922 & 30 7)
i
3. MATERIALS
j Those soils used as fill will have a minimum of forty percent (40 %) passin a #4 sieve. They
will be free of vegetable matter or other deleterious substances and contair no rock over 6
inches in size. Should unsuitable material be encountered, the Soils Engine er will be contacted
to provide recommendations.
APPENDIX `B'
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
1 4. PLACING AND SPREADING OF FILL
The selected fill material shall be placed in layers which when compacted will not exceed 6
inches in thickness.
} Each layer shall be spread even) and shall be thoroughly blade mixed du in the s readin to
} Y P Y g Y g P g
insure uniformity of material in each layer.
When moisture content of the fill material is below that recommended by the Soils Engineer,
water shall then be added until the moisture content is as specified to assure thorough bonding
during the compacting process.
When the moisture content of the fill materials is above that recommende I by the Soils
Engineer, the fill material shall be aerated by blading or other satisfactory methods until the
i moisture content is as specified.
A 5. COMPACTION
After each layer has been placed, mixed, and spread evenly, it shall be th oughly compacted to
not less.than ninety percent (90 %) relativ:; compaction. Compaction shall be by sheepsfoot
- rollers multiple -wheel pneumatic tired rollers or other types of rollers.
Rolling shall be accomplished while the fill material is at the specified moisture content. Rolling
each layer shall be continuous over it's entire area and the roller shall maI e sufficient trips to
insure that the desired density has been obtained.
The fill operation shall be continued in 6 inch compacted layers, or as spe ifred above, until the
fill has been brought to the finished slopes and grades shown on the proje t plans.
6. WALL BACKFILL
Backfrll soils should consist of non - expansive sand, Compaction should b achieved with light
nand -held pneumatic tampers to avoid over compaction and hence cause s ructural damage.
Wall backfill should be compacted to a minimum of ninety percent (90 %) of maximum density.
7. TRENCH BACKFILL
1
All trench backfill located within structural areas should be compacted to 1 minimum of ninety
percent (90 %) of maximum density.
APPENDIX `B'
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